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1、土木工程专业毕业设计外文文献及翻译 英文原文： Rehabilitation of rectangular simply supported RC beams with shear deficiencies using CFRP composites Ahmed Khalifa a,* , Antonio Nanni b a Department of Structural Engineering, University of Alexandria, Alexandria 21544, Egypt b Department of Civil Engineering, University of
2、 Missouri at Rolla, Rolla, MO 65409, USA Received 28 April 1999; received in revised form 30 October 2022; accepted 10 January 2022 Abstract The present study examines the shear performance and modes of failure of rectangular simply supported reinforced concrete(RC) beams designed with shear deficie
3、ncies. These members were strengthened with externally bonded carbon fiber reinforced polymer (CFRP) sheets and evaluated in the laboratory. The experimental program consisted of twelve full-scale RC beams tested to fail in shear. The variables investigated within this program included steel stirrup
4、s, and the shear span-to-effective depth ratio, as well as amount and distribution of CFRP. The experimental results indicated that the contribution of externally bonded CFRP to the shear capacity was significant. The shear capacity was also shown to be dependent upon the variables investigated. Tes
5、t results were used to validate a shear design approach, which showed conservative and acceptable predictions.C2022 Elsevier Science Ltd. All rights reserved. Keywords: Rehabilitation; Shear; Carbon fiber reinforced polymer 1. Introduction Fiber reinforced polymer (FRP) composite systems, composed o
6、f fibers embedded in a polymeric matrix, can be used for shear strengthening of reinforced con-crete (RC) members 17. Many existing RC beams are deficient and in need of strengthening. The shear failure of an RC beam is clearly different from its flexural failure. In shear, the beam fails suddenly w
7、ithout sufficient warning and diagonal shear cracks are consid-erably wider than the flexural cracks 8. The objectives of this program were to: 1. Investigate performance and mode of failure of simply supported rectangular RC beams with shear deficien-cies after strengthening with externally bonded
8、CFRP sheets. 2. Address the factors that influence shear capacity of strengthened beams such as: steel stirrups, shear span-to-effective depth ratio (a/d ratio), and amount and distribution of CFRP. 3. Increase the experimental database on shear strength-ening with externally bonded FRP reinforcemen
9、t. 4. Validate the design approach previously proposed by the authors 9. For these objectives, 12 full-scale, RC beams designed to fail in shear were strengthened with different CFRP schemes. These members were tested as simple beams using a four-point loading configuration with two different a/d ra
10、tios. 2. Experimental program 2.1. Test specimens and materials Twelve full-scale beam specimens with a total span of 3050 mm. and a rectangular cross-section of 150-mm-wide and 305-mm-deep were tested. The specimens were grouped into two main series designated SW and SO depending on the presence of
11、 steel stirrups in the shear span of interest. Series SW consisted of four specimens. The details and dimensions of the specimens designated series SW are illustrated in Fig. 1a. In this series, four 32-mm steel bars were used as longitudinal reinforcement with two at top and two at bottom face of t
12、he cross-section to induce a shear failure. The specimens were reinforced with 10-mm steel stirrups throughout their entire span. The stirrups spacing in the shear span of interest, right half, was selected to allow failure in that span. Series SO consisted of eight beam specimens, which had the sam
13、e cross-section dimension and longitudinal steel reinforcement as for series SW. No stirrups were provided in the test half span as illustrated in Fig. 1b. Each main series (i.e. series SW and SO) was subdivided into two subgroups according to shear span-to-effective depth ratio. This was selected t
14、o be a/d = 3 and 4, resulting in the following four subgroups: SW3;SW4; SO3; and SO4. The mechanical properties of the materials used for manufacturing the test specimens are listed in Table 1.Fabrication of the specimens including surface preparation and CFRP installation is described elsewhere 10.
15、 Table 1 2.2. Strengthening schemes One specimen from each series (SW3-1, SW4-1, SO3-1 and SO4-1) was left without strengthening as a control specimen, whereas eight beam specimens were strengthened with externally bonded CFRP sheets following three different schemes as illustrated in Fig. 2. In ser
16、ies SW3, specimen SW3-2 was strengthened with two CFRP plies having perpendicular fiber directions (90/0). The first ply was attached in the form of continuous U-wrap with the fiber direction oriented perpendicular to the longitudinal axis of the specimen (90). The second ply was bonded on the two s
17、ides of the specimen with the fiber direction parallel to the beam axis（0）.This ply i.e. 0ply was selected to investigate the impact of additional horizontal restraint on shear strength. In series SW4, specimen SW4-2 was strengthened with two CFRP plies having perpendicular fiber direction (90/0) as
18、 for specimen SW3-2. Four beam specimens were strengthened in series SO3. Specimen SO3-2 was strengthened with one-ply CFRP strips in the form of U-wrap with 90-fiber orientation. The strip width was 50 mm with center-to-center spacing of 125 mm. Specimen SO3-3 was strengthened in a manner similar t
19、o that of specimen SO3-2, but with strip width equal to 75 mm. Specimen SO3-4 was strengthened with one-ply continuous U-wrap (90). Specimen SO3-5 was strengthened with two CFRP plies (90/0) similar to specimens SW3-2 and SW4-2. In series SO4, two beam specimens were strengthened. Specimen SO4-2 was
20、 strengthened with one-ply CFRP strips in the form of U-wrap similar to specimen SO3-2. Specimen SO4-3 was strengthened with one-ply continuous U-wrap (90) similar to SO3-4. Fig. 1. Configuration and reinforcement details for beam specimens. Fig. 2. Schematic representation of CFRP strengthening sch
21、emes. 2.3. Test set-up and instrumentation All specimens were tested as simple span beams subjected to a four-point load as illustrated in Fig. 3. A universal testing machine with 1800 KN capacity was used in order to apply a concentrated load on a steel distribution beam used to generate the two co
22、ncentrated loads. The load was applied progressively in cycles, usually one cycle before cracking followed by three cycles with the last one up to ultimate. The applied load vs. deflection curves shown in this paper are the envelopes of these load cycles. Four linear variable differential transforme
23、rs (LVDTs) were used for each test to monitor vertical displacements at various locations as shown in Fig. 3. Two LVDTs were located at mid-span on each side of the specimen. The other two were located at the specimen supports to record support settlement. Fig.3. Schematic representation of test set
24、-up for specimen (a) SW3-1, and (b) SW3-2. For each specimen of series SW, six strain gauges were attached to three stirrups to monitor the stirrup strain during loading as illustrated in Fig. 1a. Three strain gauges were attached directly to the FRP sheet on the sides of each strengthened beam to m
25、onitor strain variation in the FRP. The strain gauges were oriented in the vertical direction and located at the section mid-height with distances of 175, 300 and 425 mm, respectively, from the support for series SW3 and SO3. For beam specimens of series SW4 and SO4, the strain gauges were located a
26、t distance of 375, 500 and 625 mm, respectively, from the support. 3. Results and discussion In the following discussion, reference is always made to weak shear span or span of interest. 3.1. Series SW3 Shear cracks in the control specimen SW3-1 were observed close to the middle of the shear span wh
27、en the load reached approximately 90 kN. As the load increased, additional shear cracks formed throughout, widening and propagating up to final failure at a load of 253 kN (see Fig. 4a). In specimen SW3-2 strengthened with CFRP (90/0), no cracks were visible on the sides or bottom of the test specim
28、en due to the FRP wrapping. However，a longitudinal splitting crack initiated on the top surface of the beam at a high load of approximately 320 kN. Fig. 4. Failure modes of series SW3 specimens. The crack initiated at the location of applied load and extended towards the support. The specimen failed
29、 by concrete splitting (see Fig. 4b) at total load of 354 kN. This was an increase of 40% in ultimate capacity compared to the control specimen SW3-1. The splitting failure was due to the relatively high longitudinal compressive stress developed at top of the specimen, which created a transverse ten
30、sion, led to the splitting failure. In addition, the relatively large amount of longitudinal steel reinforcement combined with over-strengthening for shear by CFRP wrap probably caused this mode of failure. The load vs. mid-span deflection curves for specimens SW3-1 and SW3-2 are illustrated in Fig.
31、 5, to show the additional capacity gained by CFRP. Fig. 5. Applied load vs. mid-span deflection for series SW3 specimens. The maximum CFRP vertical strain measured at failure in specimen SW3-2 was approximately 0.0023 mm/mm, which corresponded to 14% of the reported CFRP ultimate strain. This value
32、 is not an absolute because it greatly depends on the location of the strain gauges with respect to a crack. However, the recorded strain indicates that if the splitting did not occur, the shear capacity could have reached higher load. Comparison between measured local stirrup strains in specimens S
33、W3-1 and SW3-2 are shown in Fig. 6. The stirrups 1, 2 and 3 were located at distance of 175, 300 and 425 mm from the support, respectively. The results showed that the stirrups 2 and 3 did not yield at ultimate for both specimens. The strains (and the forces) in the stirrups of specimen SW3-2 were,
34、in general, smaller than those of specimen SW3-1 at the same level of loading due to the effect of CFRP. Fig. 6. Applied load vs. strain in the stirrups for specimens SW3-1 and SW3-2. 3.2. Series SW4 In specimen SW4-1, the first diagonal crack was formed in the member at a total applied load of 75 k
35、N. As the load increased, additional shear cracks appeared throughout the shear span. Failure of the beam occurred when the total applied load reached 200 kN. This was a decrease of 20% in shear capacity compared to the specimen SW3-1 with a/d ratio=3. Fig. 7. Applied load vs. mid-span deflection fo
36、r series SW4 specimens. In specimen SW4-2, the failure was controlled by concrete splitting similar to test specimen SW3-2. The total applied load at ultimate was 361 kN with an 80% increase in shear capacity compared to the control specimen SW4-1. In addition, the measured strains in the stirrups f
37、or specimen SW4-2 were less than those of specimen SW4-1. The applied load vs. mid-span deflection curves for beams SW4-1 and SW4-2 are illustrated in Fig. 7. It may be noted that specimen SW4-2 resulted in greater deflection when compared to specimen SW4-1. When comparing the test results of series
38、 SW3 specimens to that of series SW4, the ultimate failure load of specimen SW3-2 and SW4-2 was almost the same. However, the enhanced capacity of specimen SW3-2 (a/d=3) due to the addition of the CFRP reinforcement was 101 kN, while specimen SW4-2 (a/d=4) was 161 kN. This indicates that the contrib
39、ution of external CFRP reinforcement may be influenced by the ayd ratio and appears to decrease with a decreasing a/d ratio. Further, for both strengthened specimens (SW3-2 and SW4-2), CFRP sheets did not fracture or debond from the concrete surface at ultimate and this indicates that CFRP could pro
40、vide additional strength if the beams did not failed by splitting. 3.3. Series SO3 Fig. 8 illustrates the failure modes for series SO3 specimens. Fig. 9 details the applied load vs. mid-span deflection for the specimens. The failure mode of control specimen SO3-1 was shear compression. Failure of th
41、e specimen occurred at a total applied load of 154 kN. This load was a decrease of shear capacity by 54.5 kN compared to the specimen SW3-1 due to the absent of the steel stirrups. In addition, the crack pattern in specimen SW3-1 was different from of specimen SO3-1. In specimen SW3-1, the presence
42、of stirrups provided a better distribution of diagonal cracks throughout the shear span. In specimen SO3-2, strengthened with 50-mm CFRP strips spaced at 125 mm, the first diagonal shear crack was observed at an applied load of 100 kN. The crack propagated as the load increased in a similar manner t
43、o that of specimen SO3-1. Sudden failure occurred due to debonding of the CFRP strips over the diagonal shear crack, with spalled concrete attached to the CFRP strips. The total ultimate load was 262 kN with a 70% increase in shear capacity over the control specimen SO3-1. The maximum local CFRP ver
44、tical strain measured at failure in specimen SO3-2 was 0.0047 mm/mm (i.e. 28% of the ultimate strain), which indicated that the CFRP did not reach its ultimate. Specimen SO3-3, strengthened with 75-mm CFRP strips failed as a result of CFRP debonding at a total applied load of 266 kN. No significant
45、increase in shear capacity was noted compared to specimen SO3-2. The maximum-recorded vertical CFRP strain at failure was 0.0052 mmymm (i.e. 31% of the ultimate strain). Specimen SO3-4, which was strengthened with a continuous CFRP U-wrap (908), failed as a result of CFRP debonding at an applied loa
46、d of 289 kN. Results show that specimen SO3-4 exhibited increase in shear capacity of 87, 10 and 8.5% over specimens SO3-1, SO3-2 and SO3-3, respectively. Applied load vs. vertical CFRP strain for specimen SO3-4 is illustrated in Fig. 10 in which strain gauges sg1, sg2 and sg3 were located at mid-height with distances of 175, 300 and 425 mm from the support, respectively. Fig. 10 shows that the CFRP strain was zero prior to diagonal crack formation, then